Construction method of concrete foundation pile for civil engineering

Abstract

The invention discloses a construction method of a concrete foundation pile for civil engineering, and aims to provide a construction method of the concrete foundation pile for civil engineering, which is high in structural strength and stability after forming, has axial and radial resistance, is good in tamping effect and has an anti-expansion effect after concrete solidification. According to the technical scheme, in order to improve the integrality in the concrete pouring process, an inner forming pile casing and an outer forming pile casing are additionally arranged, and the height difference exists between the inner forming pile casing and the outer forming pile casing, so that the stability of the foundation pile can be improved after forming, and the integrality is higher after pouring; furthermore, a central reinforcing steel bar group along the central axis of the inner forming pile casing is inserted into the interlayer of the pile foundation hole, a plurality of reinforcing steel bar cage units are sequentially placed into the inner forming pile casing through the central reinforcing steel bar group, and concrete pouring is carried out after single reinforcing steel bar cage unit is placed firstly; and the pouring state between the concrete and the single reinforcement cage unit is tamped. The construction method is suitable for the technical field of civil construction methods.

Description

TECHNICAL FIELD

[0001] The present application relates to a civil construction method technical field, more specifically, it relates to a kind of construction method of civil concrete foundation pile. BACKGROUND

[0002] In civil engineering, foundation is connected by cap to the top of several piles to form a whole, which bears dynamic and static load together. Pile is a vertical or inclined foundation component set in soil, which penetrates soft and high compressibility soil or water, and transfers the load on the pile to the harder, denser or less compressible ground bearing layer. We usually call the pile in pile foundation as foundation pile. The foundation pile is usually formed by pouring concrete material.

[0003] Traditional reinforcement cage usually adopts axial distribution of reinforcement structure, but this way can only increase the axial resistance of foundation pile, and the radial shear resistance is relatively weak. Moreover, after mixing concrete, the special structure of reinforcement cage affects the tamping effect of concrete, resulting in defects in the strength of the formed foundation pile. In addition, concrete material expands during construction. Concrete expansion refers to the phenomenon that water molecules in concrete release due to the continuous hydration reaction after complete curing, resulting in expansion of concrete volume. Concrete expansion is one of the common problems in concrete engineering. If not protected in time, it will have a great impact on the quality and safety of the project. SUMMARY

[0004] In view of the deficiencies in the prior art, the purpose of the present application is to provide a construction method of a civil concrete foundation pile, which has high structural strength after forming, high stability, axial and radial resistance, good tamping effect and anti-expansion effect after concrete curing.

[0005] To achieve the above-mentioned purpose, the present application provides the following technical solution: a construction method of a civil concrete foundation pile, specifically comprising the following steps: S1, investigating the range, depth and rock formation of the foundation soil, and the construction position of the foundation pile, the construction position of the foundation pile is located within the range of the foundation soil construction; S2, drilling a pile foundation hole to a preset depth at the construction position, and the drilling machine also injects drilling mud into the pile foundation hole while drilling; S3, preparing an inner forming casing and an outer forming casing for placing in the pile foundation hole, the length of the inner forming casing has a difference with the preset depth, and the length of the inner forming casing is less than the preset depth, and the length of the outer forming casing is equal to the preset depth; S4, first pump the curing material in the pile foundation hole to form a partition layer, and let the height difference between the inner and outer forming casings, after the partition layer is formed in the pile foundation hole, the next operation is carried out. S5. Insert a central steel reinforcement group along the central axis of the inner forming casing into the interlayer of the pile foundation hole. Place several steel cage units into the inner forming casing through the central steel reinforcement group. The central steel reinforcement group passes through the central axis of each steel cage unit. By placing a single steel cage unit first and then pouring concrete, the pouring state between the concrete and the single steel cage unit is compacted. S6. Then place individual steel cage units and pour concrete. The pouring state between the concrete and the steel cage units is compacted. The construction steps of placing the steel cage units first, pouring concrete, and then compacting concrete are used to pour and compact each steel cage unit. S7. Concrete is poured into the pile foundation hole to form a foundation pile; S8. By repeating steps S2-S7, multiple foundation piles are formed within the construction area, and the construction area is built by pouring concrete on the foundation of each foundation pile.

[0006] The present invention is further configured such that: the inner forming sleeve includes a main cylinder, buckles arranged along the periphery of the inner wall of the main cylinder and evenly distributed on the inner wall of the main cylinder, a flexible first reinforcing steel bar arranged in a left spiral and sequentially connected to each buckle, a flexible second reinforcing steel bar arranged in a right spiral and sequentially connected to each buckle, and a fixing structure disposed between the main cylinder and the outer forming sleeve.

[0007] The present invention is further configured such that: the outer molded sleeve includes an outer cylinder and a connecting body disposed between the outer cylinder and the inner cylinder and respectively disposed corresponding to the buckle; the fixing structure includes a connecting hole disposed on the connecting body for fixing each buckle and a screw disposed on each buckle and adapted to the connecting hole.

[0008] The invention is further configured such that: the height of the inner cylinder is less than the height of the outer cylinder, and the ratio between the two is between 2 / 3 and 3 / 4, and the cross-section of the inner cylinder is composed of several arcs connected in sequence.

[0009] The present invention is further configured such that: the steel cage unit comprises several steel bar flat layers stacked together, the steel bar flat layer is composed of several steel bar units arranged in sequence, each steel bar unit includes a quadrilateral structure formed by four steel bars of equal length connected and welded together, two quadrilateral structures are connected by steel bars to the four vertices of the quadrilateral structure to form a quadrangular prism unit body, and steel bars are welded to each face of the quadrangular prism unit body, and the quadrangular prism unit bodies are arranged in a square array to obtain several steel bar flat layers.

[0010] The present invention is further configured as follows: the steel reinforcement layers are arranged in parallel stacks, and several steel bars are inserted obliquely on two opposite sides of the stacked steel reinforcement layers. The steel bar that penetrates the steel reinforcement layer from one side is marked as A, and the steel bar that penetrates the steel reinforcement layer from the other side is marked as B. One end of A and one end of B are connected to each other by welding, and the parts of A and B that abut against the steel reinforcement layer are also connected by welding.

[0011] The present invention is further configured such that: step S5 also includes a method for compacting concrete, including a height detector, a pneumatic pump for pneumatic compaction of the inner cylinder after concrete is poured, and a controller electrically connected to the height detector and used to control the pressure application or release of the pneumatic pump. The controller includes a detection unit for being electrically connected to the height detector and for real-time monitoring of the concrete pouring height through the height detector, the monitoring value being Ht. The comparison unit sets the optimal concrete depth H after each steel cage unit is placed, and compares the monitored Ht and H values. The timing unit is used to monitor the time it takes to compact the concrete, and the maximum compaction time is set to S. The drive unit is used to drive the air pump to apply or release pressure. The specific steps are as follows: S50, during the first time period, the first steel cage unit is placed into the pile foundation hole and concrete is poured. The height of the concrete in the pile foundation hole is detected by the height detector, and the detection value is H1. S51. Determine the relationship between H1 and the set H value. If H1 is equal to H, proceed to the second steel cage unit. If H1 is greater than H, use the drive unit to drive the air pump to apply pressure until H1 gradually approaches H. S52. During the second time period, the optimal depth H of the concrete after the second steel cage unit is placed is reset. The third steel cage unit is placed into the pile hole and concrete is poured. The height of the concrete in the pile hole is detected by a height detector. The detection value is H2. S53. Determine the relationship between H2 and the set H value. If H2 is equal to H, proceed to the second steel cage unit. If H1 is greater than H, use the drive unit to drive the air pump to apply pressure until H2 gradually approaches H. S54. During the p-th time period, the optimal depth H of the concrete after placing several steel cage units is reset. The n-th steel cage unit is placed into the pile hole and concrete is poured. The height of the concrete in the pile hole is detected by a height detector, and the detection value is Hp. S55. Determine the relationship between Hp and the set H value. If Hp equals H, proceed to the placement of the (n+1)th rebar cage unit. If H1 is greater than H, the drive unit activates the air pump to apply pressure. When the concrete compaction time reaches S, the height of the compacted concrete is Hs. Determine the relationship between Hs and the set H value. If Hp equals H, proceed to the placement of the (n+1)th rebar cage unit. If Hp is still greater than H, the internal pressure of the concrete is considered high. The drive unit activates the air pump to alternately apply and release pressure to release the internal pressure of the concrete. The alternating pressure application time is w. After compaction, the height of the concrete is Hw. Determine the relationship between Hw and the set H value. If Hw equals H, proceed to the placement of the (n+2)th rebar cage unit. If Hw is still greater than H, manual release of the internal pressure of the concrete is required. S56, until the construction of the foundation piles is completed.

[0012] The present invention is further configured such that: during the second time period, the pressure applied by the air pump in step S53 is F, and during the p-th time period, the pressure applied by the air pump in step S55 is 2F.

[0013] By adopting the above technical solution, beneficial effects are achieved. In the construction method of the present invention, the scope, depth, rock strata, and construction location of the foundation soil and foundation piles are examined, and the construction location of the foundation piles is within the scope of foundation soil construction. At the construction location, pile foundation holes are drilled underground to a preset depth, and drilling mud is injected into the pile foundation holes while the drilling rig is drilling. The pile foundation holes are first treated, and then inner and outer forming casings are prepared for placement in the pile foundation holes. There is a difference between the length of the inner forming casing and the preset depth, and the length of the inner forming casing is less than the preset depth, while the length of the outer forming casing is equal to the preset depth. To improve the integrity during the concrete pouring process, the added inner and outer forming casings form a support during concrete pouring. The curing strength is guaranteed after injection, and the height difference between the inner and outer molded casings improves the stability of the foundation pile after molding, resulting in stronger overall integrity after pouring. Furthermore, by inserting a central steel reinforcement group along the central axis of the inner molded casing into the interlayer of the pile hole, several steel cage units are sequentially placed into the inner molded casing through the central steel reinforcement group. By placing individual steel cage units before pouring concrete, the pouring state between the concrete and the individual steel cage units is compacted. Through the placement of each steel cage unit and the pouring of concrete, and with the central steel reinforcement group penetrating the central axis of each steel cage unit, the steel cage units form a whole, improving the strengthening effect on the concrete. This creates axial and radial tensile strength, greatly improving the structural stability of the foundation pile and significantly enhancing its practicality. 2. Furthermore, in the construction method of the present invention, by first placing a single steel cage unit and then pouring concrete, the pouring state between the concrete and the steel cage unit is compacted. By following the construction steps of first placing the steel cage unit, then pouring concrete, and then compacting the concrete, each steel cage unit is poured and compacted. This ensures that each steel cage unit is fully compacted, reducing the formation of air cavities between the steel cage unit and the concrete, continuously strengthening the overall integrity. Moreover, the segmented pouring also facilitates sufficient compaction, greatly improving the performance. 3. To achieve a multi-layered compaction effect during concrete pouring, the traditional rebar cage design is modified. This is achieved through the coordination of multiple rebar cage units and inner and outer forming casings. The inner forming casing includes a main casing, interlocking rings evenly distributed along the inner wall of the main casing, a first flexible reinforcing bar arranged in a left-hand spiral and sequentially connected to each interlocking ring, a second flexible reinforcing bar arranged in a right-hand spiral and sequentially connected to each interlocking ring, and a fixing structure between the main casing and the outer forming casing. Through this structural arrangement, the first and second reinforcing bars... When distributed in a left and right spiral pattern, the inner forming protective tube forms an internal winding reinforcement effect. Combined with the outer forming protective tube, which includes an outer cylinder and connecting bodies set between the outer and inner cylinders and corresponding to the buckles, the fixing structure includes connecting holes set on the connecting bodies for fixing each buckle and screws set on each buckle and adapted to the connecting holes. Furthermore, through the connecting bodies, buckles, and the first and second reinforcing steel structures, a high-strength connection and stability are formed between the inner and outer forming protective tubes. During the pouring process, the resistance to internal pressure after concrete curing can be greatly improved, and the stability is greatly enhanced. 4. To improve the compaction effect of concrete, the optimal depth H of the concrete after placing each steel cage unit is set using a method for compacting concrete. The monitored Ht and H values ​​are compared, and the pressure of the air pump is adjusted according to the difference. This method also incorporates the operation of alternating pressure application and release of the air pump when the internal pressure of the concrete is high, which achieves a good compaction effect of concrete, ensures sufficient structure between the steel cage unit and the concrete, improves the overall structural strength, and greatly enhances practicality. Attached Figure Description

[0014] Figure 1 This is a flowchart illustrating an embodiment of a construction method for concrete foundation piles for civil engineering according to the present invention.

[0015] Figure 2 This is a structural diagram of the inner and outer forming casings in an embodiment of a construction method for concrete foundation piles for civil engineering according to the present invention.

[0016] Figure 3This is a structural diagram of a steel cage unit according to an embodiment of a construction method for concrete foundation piles for civil engineering of the present invention.

[0017] Figure 4 This invention provides a method for constructing concrete foundation piles for civil engineering, including a process flow diagram for compacting concrete. Figure 1 .

[0018] Figure 5 This invention provides a method for constructing concrete foundation piles for civil engineering, including a process flow diagram for compacting concrete. Figure 2 .

[0019] In the attached diagram, the following labels are used: 1. Inner forming casing; 2. Outer forming casing; 3. Central steel reinforcement group; 4. Steel cage unit; 10. Main casing; 11. Buckle; 12. First reinforcing bar; 13. Second reinforcing bar; 20. Outer casing; 21. Connector; 40. Steel reinforcement layer; 41. Quadrangular prism unit; 42. Diagonally inserted steel bar. Detailed Implementation

[0020] Reference Figures 1 to 5 The following is a further description of an embodiment of a construction method for concrete foundation piles for civil engineering according to the present invention.

[0021] For ease of explanation, spatial relative terms such as “up,” “down,” “left,” and “right” are used in the embodiments to describe the relationship of one element or feature shown in the figures relative to another element or feature. It should be understood that, in addition to the orientations shown in the figures, spatial terms are intended to include different orientations of the device in use or operation. For example, if the device in the figures is inverted, an element described as being “down” of other elements or features would be positioned “up” of those other elements or features. Therefore, the exemplary term “down” can encompass both up and down orientations. The device may be positioned in other ways (rotated 90 degrees or in other orientations), and the spatial relative descriptions used herein will be interpreted accordingly.

[0022] Moreover, relational terms such as “first” and “second” are used merely to distinguish one component from another that has the same name, without necessarily requiring or implying any such actual relationship or order between the components.

[0023] A construction method for concrete foundation piles for civil engineering includes the following steps: S1, investigating the extent, depth, rock strata, and construction location of the foundation piles, wherein the construction location of the foundation piles is within the scope of foundation soil construction. S2. Drill a pile foundation hole at the construction location to a preset depth, and inject drilling mud into the pile foundation hole while drilling; S3. Prepare an inner forming casing 1 and an outer forming casing 2 for placement into the pile foundation hole. There is a difference between the length of the inner forming casing 1 and the preset depth, and the length of the inner forming casing 1 is less than the preset depth, while the length of the outer forming casing 2 is equal to the preset depth. S4. First, pump solidification material into the pile hole to form an interlayer inside the pile hole, and make the height difference between the inner and outer molded casings 2. After the interlayer is formed inside the pile hole, proceed to the next step. S5. Insert the central steel reinforcement group 3 along the central axis of the inner forming casing 1 into the interlayer of the pile foundation hole. Place several steel cage units 4 in sequence into the inner forming casing 1 through the central steel reinforcement group 3. The central steel reinforcement group 3 passes through the central axis of each steel cage unit 4. By placing a single steel cage unit 4 first and then pouring concrete, the pouring state between the concrete and the single steel cage unit 4 is compacted. S6. Then place a single steel cage unit 4 and pour concrete. The pouring state between the concrete and the steel cage unit 4 is compacted. The construction steps of first placing the steel cage unit 4, then pouring concrete, and then compacting concrete are used to pour and compact each steel cage unit 4. S7. Pour concrete into the pile foundation hole to fill the pile foundation hole and form a foundation pile; S8. By repeating steps S2-S7, multiple foundation piles are formed within the construction area, and the construction area is built by pouring concrete on the foundation of each foundation pile.

[0024] In the construction method of this invention, the scope, depth, rock strata, and construction location of the foundation soil and foundation piles are examined, with the foundation piles located within the scope of foundation soil construction. At the construction location, a pile foundation hole is drilled to a predetermined depth, and drilling mud is injected into the pile foundation hole while drilling. The pile foundation hole is first treated, and then an inner forming casing 1 and an outer forming casing 2 are prepared for placement into the pile foundation hole. There is a difference between the length of the inner forming casing 1 and the predetermined depth, with the length of the inner forming casing 1 being less than the predetermined depth, and the length of the outer forming casing 2 being equal to the predetermined depth. To improve the integrity during concrete pouring, the added inner and outer forming casings 2 ensure the strength of the concrete after curing. Furthermore, the inner and outer forming casings 2 have a height difference, which improves the stability of the foundation pile after forming and enhances its overall integrity after pouring. Further, by inserting a central steel reinforcement group 3 along the central axis of the inner forming casing 1 into the interlayer of the pile foundation hole, several steel cage units 4 are sequentially placed into the inner forming casing 1 through the central steel reinforcement group 3. By placing individual steel cage units 4 before pouring concrete, the pouring state between the concrete and the individual steel cage units 4 is compacted. Through the placement of each steel cage unit 4 and the pouring of concrete, and with the central steel reinforcement group 3 penetrating the central axis of each steel cage unit 4, the steel cage units 4 form a whole, improving the strengthening effect on the concrete. This creates axial and radial tensile resistance, greatly improving the structural stability of the foundation pile and significantly enhancing its practicality. Furthermore, in the construction method of the present invention, by first placing a single steel cage unit 4 and then pouring concrete, the pouring state between the concrete and the steel cage unit 4 is compacted. By following the construction steps of first placing the steel cage unit 4, then pouring concrete, and then compacting the concrete, each steel cage unit 4 is poured and compacted. In order to ensure that each steel cage unit 4 is fully compacted, the formation of air cavities between the steel cage unit 4 and the concrete is reduced, the overall integrity is continuously strengthened, and the segmented pouring also facilitates the fullness of compaction, greatly improving the performance. In this embodiment of the invention, the solidification material is a sludge solidification material, which is a conventional technique for those skilled in the art, and therefore will not be described in detail here.

[0025] The present invention is further configured such that the inner forming sleeve 1 includes a main cylinder 10, buckles 11 arranged along the circumference of the inner wall of the main cylinder 10 and evenly distributed on the inner wall of the main cylinder 10, a flexible first reinforcing steel bar 12 arranged in a left spiral and sequentially connected to each buckle 11, a flexible second reinforcing steel bar 13 arranged in a right spiral and sequentially connected to each buckle 11, and a fixing structure disposed between the main cylinder 10 and the outer forming sleeve 2.

[0026] The present invention is further configured such that the outer molded sleeve 2 includes an outer cylinder 20 and a connecting body 21 disposed between the outer cylinder 20 and the inner cylinder and respectively disposed on the buckle 11. The fixing structure includes a connecting hole disposed on the connecting body 21 for fixing each buckle 11 and a screw disposed on each buckle 11 and adapted to the connecting hole.

[0027] To achieve a multi-layered compaction effect during concrete pouring, the traditional rebar cage design is modified. This is achieved through the coordination of multiple rebar cage units 4 and inner and outer forming casings 2. The inner forming casing 1 includes a main casing 10, interlocking rings 11 evenly distributed along the inner wall of the main casing 10, flexible first reinforcing bars 12 arranged in a left-hand spiral and sequentially connected to the interlocking rings 11, flexible second reinforcing bars 13 arranged in a right-hand spiral and sequentially connected to the interlocking rings 11, and a fixing structure between the main casing 10 and the outer forming casing 2. This structural arrangement allows for the first and second reinforcing bars 12 to... When the inner and outer forming sleeves are distributed in a left and right spiral pattern, they form an internal winding reinforcement effect. Combined with the outer forming sleeve 2, which includes an outer cylinder 20 and a connecting body 21 disposed between the outer cylinder 20 and the inner cylinder and respectively disposed at the buckle 11, the fixing structure includes a connecting hole disposed on the connecting body 21 for fixing each buckle 11 and a screw disposed on each buckle 11 and adapted to the connecting hole. Furthermore, through the connecting body 21, the buckle 11 and the first and second reinforcing steel structure, a high-strength connection stability is formed between the inner and outer forming sleeves 2. During the pouring process, the resistance to internal pressure after the concrete has cured can be greatly improved, and the stability is greatly enhanced.

[0028] The invention is further configured such that the height of the inner cylinder is less than the height of the outer cylinder 20, and the ratio between the two is between 2 / 3 and 3 / 4, and the cross-section of the inner cylinder is composed of several arcs connected in sequence.

[0029] In this embodiment of the invention, by controlling the height between the inner and outer cylinders 20, when a height difference is formed, better concrete mixing can be achieved between the inner and outer cylinders 20, allowing the concrete on both the inner and outer sides to flow and form a stronger overall structure, thereby improving the structural strength.

[0030] The present invention is further configured such that the steel cage unit 4 is composed of several steel bar flat layers 40 stacked together. The steel bar flat layer 40 is composed of several steel bar units arranged in sequence. Each steel bar unit includes a quadrilateral structure formed by four steel bars of equal length connected and welded together. Two quadrilateral structures are connected to the four vertices of the quadrilateral structure by steel bars and welded to form a quadrangular prism unit body 41. Steel bars are welded to each face of the quadrangular prism unit body 41. The quadrangular prism unit bodies 41 are arranged in a square array to obtain several steel bar flat layers 40.

[0031] In this embodiment of the invention, by setting the reinforcing cage unit 4 to consist of several layers of reinforcing steel flat layers 40, and then using quadrangular prism unit bodies 41 to form the reinforcing steel flat layers 40, a layered structure of the reinforcing cage unit 4 is achieved. This structure allows the concrete to mix more thoroughly with the reinforcing cage unit 4 during concrete pouring. Similarly, by arranging the reinforcing steel flat layers 40 in parallel stacks, and by obliquely inserting several oblique reinforcing steel bars 42 on opposite sides of the stacked reinforcing steel flat layers 40, the oblique reinforcing steel bars 42 penetrating the reinforcing steel flat layers 40 from one side... Mark 2 as A, and mark the inclined steel bar 42 that penetrates the steel bar flat layer 40 from the other side as B. One end of A and one end of B are connected to each other by welding. The parts of A and the steel bar flat layer 40 that abut each other and the parts of B and the steel bar flat layer 40 that abut each other are also connected by welding. This further improves the integrity of the steel cage unit 4, thereby greatly improving the connection strength between each steel bar flat layer 40. In addition, with the series connection of the central steel bar group 3, the connection between each steel cage unit 4 is made tighter, thereby achieving the structural strength after subsequent casting.

[0032] The present invention is further configured such that step S5 includes a method for compacting concrete, including a height detector, a pneumatic pump for pneumatic compaction of the inner cylinder after concrete is poured, and a controller electrically connected to the height detector and used to control the pressure applied or released by the pneumatic pump. The controller includes a detection unit for being electrically connected to the height detector and for real-time monitoring of the concrete pouring height through the height detector, the monitoring value being Ht. In the comparison unit, the optimal concrete depth H was set after each steel cage unit 4 was placed, and the monitored Ht and H values ​​were compared. The timing unit is used to monitor the time it takes to compact the concrete, and the maximum compaction time is set to S. The drive unit is used to drive the air pump to apply or release pressure. The specific steps are as follows: S50, during the first time period, the first steel cage unit 4 is placed into the pile foundation hole and concrete is poured. The height of the concrete in the pile foundation hole is detected by the height detector, and the detection value is H1. S51. Determine the relationship between H1 and the set H value. If H1 is equal to H, then proceed to the second steel cage unit 4 for placement. If H1 is greater than H, then use the drive unit to drive the air pump to apply pressure until H1 gradually approaches H. S52. During the second time period, the optimal depth H of the concrete after the second steel cage unit 4 is placed is reset. The third steel cage unit 4 is placed into the pile hole and concrete is poured. The height of the concrete in the pile hole is detected by a height detector. The detection value is H2. S53. Determine the relationship between H2 and the set H value. If H2 is equal to H, then place the second steel cage unit 4. If H1 is greater than H, then drive the air pump through the drive unit to apply pressure until H2 gradually approaches H. S54. During the p-th time period, the optimal depth H of the concrete after placing several steel cage units 4 is reset. The n-th steel cage unit 4 is placed into the pile hole and concrete is poured. The height of the concrete in the pile hole is detected by a height detector, and the detection value is Hp. S55. Determine the relationship between Hp and the set H value. If Hp equals H, proceed to place the (n+1)th rebar cage unit 4. If Hp is greater than H, the drive unit activates the air pump to apply pressure. When the concrete compaction time reaches S, check the height of the compacted concrete (Hs). Determine the relationship between Hs and the set H value. If Hp equals H, proceed to place the (n+1)th rebar cage unit 4. If Hp is still greater than H, it indicates that the internal pressure of the concrete is too high. The drive unit activates the air pump to alternately apply and release pressure to release the internal pressure of the concrete. The alternating pressure application time is w. Check the height of the compacted concrete (Hw). Determine the relationship between Hw and the set H value. If Hw equals H, proceed to place the (n+2)th rebar cage unit 4. If Hw is still greater than H, manual release of the internal pressure of the concrete is required. S56, until the construction of the foundation piles is completed.

[0033] The present invention is further configured such that, during the second time period, the pressure applied by the air pump in step S53 is F, and during the p-th time period, the pressure applied by the air pump in step S55 is 2F.

[0034] By adopting the above technical solution, beneficial effects are achieved. In order to improve the compaction effect of concrete, the optimal depth H of the concrete after placing each steel cage unit 4 is set through the method of compacting concrete. The monitored Ht and H values ​​are compared, and the pressure of the air pump is adjusted according to the difference. This method also incorporates the operation of alternating pressure application or release of the air pump when the internal pressure of the concrete is large, which realizes the compaction effect of concrete, ensures that the steel cage unit 4 and the concrete can be fully structured, improves the overall structural strength, and greatly enhances practicality.

[0035] The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. Any ordinary changes and substitutions made by those skilled in the art within the scope of the technical solution of the present invention should be included within the protection scope of the present invention.

Claims

1. A construction method for concrete foundation piles used in civil engineering, characterized in that, Specifically, the steps include the following: S1, examining the extent, depth, rock strata, and construction location of the foundation soil and foundation piles, wherein the construction location of the foundation piles is within the scope of the foundation soil construction; S2. Drill a pile foundation hole at the construction location to a preset depth, and inject drilling mud into the pile foundation hole while drilling; S3. Prepare an inner forming casing (1) and an outer forming casing (2) for placement into the pile hole. There is a difference between the length of the inner forming casing (1) and the preset depth, and the length of the inner forming casing (1) is less than the preset depth, while the length of the outer forming casing (2) is equal to the preset depth. S4. First, pump solidification material into the pile hole to form a partition layer in the pile hole, and make the height difference between the inner and outer molded casings (2). After the partition layer is formed in the pile hole, proceed to the next step. S5. Insert a central steel reinforcement group (3) along the central axis of the inner forming casing (1) into the interlayer of the pile foundation hole. Place several steel cage units (4) in the inner forming casing (1) through the central steel reinforcement group (3). The central steel reinforcement group (3) passes through the central axis of each steel cage unit (4). By placing a single steel cage unit (4) first and then pouring concrete, the pouring state between the concrete and the single steel cage unit (4) is compacted. S6. Then place a single steel cage unit (4) and then pour concrete. The pouring state between the concrete and the steel cage unit (4) is compacted. The construction steps of first placing the steel cage unit (4) to pouring concrete and then compacting the concrete are used to pour and compact each steel cage unit (4). S7. Pour concrete into the pile foundation hole to fill the pile foundation hole and form a foundation pile; S8. By repeating steps S2-S7, multiple foundation piles are formed within the construction area, and the construction area is built by pouring concrete on the foundation of each foundation pile.

2. The construction method for concrete foundation piles for civil engineering according to claim 1, characterized in that, The inner forming sleeve (1) includes a main cylinder (10), buckles (11) arranged along the circumference of the inner wall of the main cylinder (10) and evenly distributed on the inner wall of the main cylinder (10), a flexible first reinforcing steel bar (12) arranged in a left spiral and connected to each buckle (11) in sequence, a flexible second reinforcing steel bar (13) arranged in a right spiral and connected to each buckle (11) in sequence, and a fixing structure arranged between the main cylinder (10) and the outer forming sleeve (2).

3. The construction method for concrete foundation piles for civil engineering according to claim 2, characterized in that, The outer molded sleeve (2) includes an outer cylinder (20) and a connecting body (21) disposed between the outer cylinder (20) and the inner cylinder and respectively disposed on the buckle (11). The fixing structure includes a connecting hole disposed on the connecting body (21) for fixing each buckle (11) and a screw disposed on each buckle (11) and adapted to the connecting hole.

4. The construction method for concrete foundation piles for civil engineering according to claim 2, characterized in that, The height of the inner cylinder is less than the height of the outer cylinder (20), and the ratio between the two is between 2 / 3 and 3 / 4. The cross-section of the inner cylinder is composed of several arcs connected in sequence.

5. The construction method for concrete foundation piles for civil engineering according to claim 1, characterized in that, The steel cage unit (4) is composed of several steel flat layers (40) stacked together. The steel flat layer (40) is composed of several steel units arranged in sequence. Each steel unit includes a quadrilateral structure formed by connecting and welding four steel bars of equal length in sequence. Two quadrilateral structures are connected by steel bars to the four vertices of the quadrilateral structure to form a quadrangular prism unit (41). Steel bars are welded to each face of the quadrangular prism unit (41). The quadrangular prism unit (41) is arranged in a square array to obtain several steel flat layers (40).

6. A construction method for concrete foundation piles for civil engineering according to claim 2, characterized in that, The steel reinforcement layers (40) are stacked in parallel. Several oblique steel bars (42) are inserted obliquely on both opposite sides of the stacked steel reinforcement layers (40). The oblique steel bar (42) that penetrates the steel reinforcement layer (40) from one side is marked as A, and the oblique steel bar (42) that penetrates the steel reinforcement layer (40) from the other side is marked as B. One end of A and one end of B are connected to each other by welding. The parts of A and the steel reinforcement layer (40) that abut against each other, as well as the parts of B and the steel reinforcement layer (40) that abut against each other, are connected by welding.

7. The construction method for concrete foundation piles for civil engineering according to claim 1, characterized in that, Step S5 also includes a method for compacting concrete, including a height detector, a pneumatic pump for pneumatic compaction of the inner cylinder after concrete is poured, and a controller electrically connected to the height detector and used to control the pressure application or release of the pneumatic pump. The controller includes a detection unit for electrical connection to the height detector and for real-time monitoring of the concrete pouring height through the height detector, with the monitoring value being Ht. The comparison unit is set to the optimal concrete depth H after each steel cage unit (4) is placed, and the monitored Ht and H values ​​are compared. The timing unit is used to monitor the time it takes to compact the concrete, and the maximum compaction time is set to S. The drive unit is used to drive the air pump to apply or release pressure. The specific steps are as follows: S50, during the first time period, the first steel cage unit (4) is placed into the pile hole and concrete is poured. The height of the concrete in the pile hole is detected by the height detector and the detection value is H1. S51. Determine the value between H1 and the set H value. If H1 is equal to H, then place it in the second steel cage unit (4). If H1 is greater than H, then drive the air pump through the drive unit to apply pressure until H1 gradually approaches H. S52. During the second time period, the optimal depth H of the concrete after placing the second steel cage unit (4) is reset. The third steel cage unit (4) is placed into the pile hole and concrete is poured. The height of the concrete in the pile hole is detected by the height detector and the detection value is H2. S53. Determine the value between H2 and the set H value. If the H2 value is equal to the H value, then place it in the second steel cage unit (4). If the H1 value is greater than the H value, then drive the air pump through the drive unit to apply pressure until the H2 value gradually approaches the H value. S54. During the t-th time period, the optimal depth H of the concrete after placing several steel cage units (4) is reset. The nth steel cage unit (4) is placed into the pile hole and concrete is poured. The height of the concrete in the pile hole is detected by a height detector. The detection value is Ht. S55. Determine the value between Ht and the set H value. If Ht equals H, proceed to the (n+1)th rebar cage unit (4). If Ht is greater than H, use the drive unit to drive the air pump to apply pressure. When the time for compacting the concrete reaches S, check the height of the concrete after compaction as Hs. Determine the value between Hs and the set H value. If Ht equals H, proceed to the (n+1)th rebar cage unit (4). If Hs is still greater than H, it is determined that the internal pressure of the concrete is large. The drive unit drives the air pump to alternately apply pressure or release pressure to release the internal pressure of the concrete. The time for alternating pressure application is w. Check the height of the concrete after compaction as Hw. Determine the value between Hw and the set H value. If Hw equals H, proceed to the (n+2)th rebar cage unit (4). If Hw is still greater than H, manual release of the internal pressure of the concrete is required. S56, until the construction of the foundation piles is completed.

8. A construction method for concrete foundation piles for civil engineering according to claim 7, characterized in that, During the second time period, the pressure applied by the air pump in step S53 is F, and during the t-th time period, the pressure applied by the air pump in step S55 is 2F.

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